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HARMONY COMMONS, LOT 5 - FDP - FDP170036 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT
FINAL DRAINAGE REPORT Harmony Commons Subdivision Lot 5 Prepared for: Capital Real Estate, Inc. 50 South Sixth Street, Suite 1480 Minneapolis, MN 55402 (612) 313-0126 Prepared by: Interwest Consulting Group 1218 West Ash, Suite A Windsor, Colorado 80550 (970) 674-3300 April 18, 2018 Job Number 1339-178-00 TABLE OF CONTENTS TABLE OF CONTENTS ............................................................................................................ iii 1. GENERAL LOCATION AND DESCRIPTION ................................................................ 1 1.1 Location ........................................................................................................................... 1 1.2 Description of Property ................................................................................................. 1 1.3 Floodplain Submittal Requirements ............................................................................. 1 2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 2 2.1 Major Basin Description ................................................................................................ 2 2.2 Sub-basin Description .................................................................................................... 2 3. DRAINAGE DESIGN CRITERIA ...................................................................................... 2 3.1 Regulations ...................................................................................................................... 2 3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 2 3.3 Development Criteria Reference and Constraints ...................................................... 4 3.4 Hydrological Criteria ..................................................................................................... 4 3.5 Hydraulic Criteria .......................................................................................................... 5 3.6 Floodplain Regulations Compliance ............................................................................. 5 3.7 Modifications of Criteria ............................................................................................... 5 4. DRAINAGE FACILITY DESIGN ....................................................................................... 5 4.1 General Concept ............................................................................................................. 5 4.2 Specific Details ................................................................................................................ 5 5. CONCLUSIONS .................................................................................................................... 7 5.1 Compliance with Standards .......................................................................................... 7 5.2 Drainage Concept ........................................................................................................... 7 6. REFERENCES ...................................................................................................................... 8 APPENDIX VICINITY MAP AND DRAINAGE PLAN .............................................................................. A HYDROLOGIC COMPUTATIONS .......................................................................................... B HYDRAULIC COMPUTATIONS .............................................................................................. C WATER QUALITY AND LID INFORMATION .................................................................... D EXCERPTS FROM REFERENCE REPORTS......................................................................... E 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Harmony Commons Subdivision – Lot 5 is located in the Northwest Quarter of Section 4, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. Please refer to the vicinity map in Appendix A. The project site is located at the northwest corner of Timberwood Drive and Lady Moon Drive. Lady Moon Drive bounds the property on the east, Lot 6 of Harmony Commons on the west and Lot 4 of Harmony Commons on the north and Timberwood Drive on the south. 1.2 Description of Property The property consists of about 1.85 acres of land and will consist of a new building, new parking and drive aisles. The site generally slopes in a westerly direction at approximately 0.5% to 1.0%. It was overlot graded with the development of Lots 3 and 4. The land is currently being used as overflow parking with a recycled asphalt surface. According to FEMA Panel 08069C0994F there are no mapped FEMA Floodways on this property. 1.3 Floodplain Submittal Requirements Because the project is not within any FEMA or City of Fort Collins mapped floodway, a Floodplain Submittal is not required and a “City of Fort Collins Floodplain Review Checklist for 100% Submittals” has not been included with this report. 2 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description The proposed development lies within the McClellands Basin and McClellands Creek Master Drainage Plan. The overall development has been designed with a master plan by Stantec Consulting, Inc. and titled “Final Drainage and Erosion Control Study Harmony Technology Park Site Master Plan”, dated May 19, 2008. The area was also designed with a drainage report by Interwest Consulting Group, Inc. and titled “Final Drainage Report Harmony Commons Subdivision”, dated March 11, 2016 and approved by the City on May 16, 2016. 2.2 Sub-basin Description Historically, the site drained to the storm system in Lady Moon Drive and Rock Creek Drive and eventually reaches the Fossil Creek Reservoir Inlet Ditch (FCRID). With the Harmony Commons development, the majority of the site drains west to south to a new regional detention pond. 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the “City of Fort Collins Storm Drainage Design Criteria Manual” specifications. Where applicable, the criteria established in the “Urban Storm Drainage Criteria Manual” (UDFCD), developed by the Denver Regional Council of Governments, has been used. 3.2 Directly Connected Impervious Area (DCIA) Discussion Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. 3 Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). Runoff from the building’s roof, parking lot and surrounding sidewalks shall drain directly into a sand filtration system thereby slowing runoff and also promoting infiltration Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release Once runoff has been minimized, the remaining runoff shall be treated through the sand filtration system. The sand filtration system allows for settlement of sediments. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. Because the site drains to the master planned regional water quality and detention pond, bank stabilization is unnecessary with this project. Step 4: Implement Site Specific and Other Source Control BMPs Proactively controlling pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system or receiving waters is important when protecting storm systems and receiving waters. This can be accomplished through site specific needs such as construction site runoff control, post- construction runoff control and pollution prevention / good housekeeping. It will be the responsibility of the contractor to develop a procedural best management practice for the site. 4 3.3 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the requirements of the City Stormwater Department and the approved Harmony Technology and Harmony Commons drainage plans. Because water quality capture volume from this site will be provided for in the downstream regional detention and water quality pond 301, water quality facilities are not required for the site. However, City LID requirements are necessary therefore; additional water quality will be accomplished through the use of the sand filtration system that includes 1,204 cf of water quality capture volume. The impervious area for the site has also already been accounted for in Pond 301 and was assumed to have a C value of 0.80 and an impervious value of 80%. Please refer to supporting documentation in Appendix E. Runoff reduction practices (LID techniques) are also required. No less than seventy five percent of any newly developed or redeveloped area, and any modification on a previously developed area for which a construction permit is required under City codes and regulations, must be treated using one or a combination of LID techniques. The project adds 53,894 sf of new impervious area. Using the sand filtration LID technique, 41,735 sf of new impervious area (77%) will be treated which exceeds the 75% requirement. Please refer to Appendix D for LID calculations and information. 3.4 Hydrologic Criteria Runoff computations were prepared for the 10-year minor and 100-year major storm frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub- basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub- basins and Design Points associated with this site. Water quality capture volume and detention has been provided for in the downstream regional detention and water quality pond 301. 5 3.5 Hydraulic Criteria All hydraulic calculations are presented in Appendix C of this report and are prepared in accordance with the City of Fort Collins Drainage Criteria. Hydraulic calculations include inlet capacity spreadsheets and StormCAD calculations. 3.6 Floodplain Regulations Compliance The project is not within any FEMA or City of Fort Collins mapped floodway; therefore, Floodplain Regulations Compliance is not required. 3.7 Modifications of Criteria There are no Modifications of Criteria for this development. 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The majority of the proposed development will be collected and conveyed to the proposed storm drain system via the sand filtration system before being conveyed under Timberwood Drive to Pond 301. A small portion of the site (play area to the north of the building) will be collected in the existing storm system located in drive aisle to the north. 4.2 Specific Details A summary of the drainage patterns within each basin is provided in the following paragraphs. Please refer to Appendix A for the drainage plan. 6 PROPOSED DEVELOPMENT (LOT 5) Basin A1 contains the roof of the daycare and is calculated to have a 10-year discharge of 1.3 cfs and a 100-year discharge of 2.8 cfs. Flows from Basin A1 are captured by a proposed roof drain storm system that will discharge to the sand filtration system in basin B1 and then to the existing system to the west of the development. This system releases into the existing double 5’x2’ box culvert under Timberwood Drive. This culvert directs flow south to Pond 301. Basin A2 contains the play yard located to the west of the daycare and is calculated to have a 10-year discharge of 0.3 cfs and a 100-year discharge of 0.8 cfs. Flows from Basin A2 are captured by a proposed storm system under the play area that will discharge to the sand filtration system in basin B1 and then to the existing system to the west of the development. This system releases into the existing double 5’x2’ box culvert under Timberwood Drive. This culvert directs flow south to Pond 301. Basin B1 is calculated to have a 10-year discharge of 3.1 cfs and a 100-year discharge of 7.9 cfs. Basin B1 contains the parking lot, drive aisle and adjacent sidewalks. Flows from Basin B1 are captured by the sand filtration system via area inlets. The sand filtration system will incorporate 12” of flood control depth above the water quality capture volume where the 100-year flow will be detained and reduced to 5.7 cfs with an orifice plate on the 15” RCP discharge pipe. An underdrain system with an orifice plate will release this flow from the sand filtration system (12 hour drain time) into the proposed 15” RCP system that discharges to the existing storm system discussed above. Basin D3 is calculated to have a 10-year discharge of 0.3 cfs and a 100-year discharge of 0.7 cfs. This basin contains the sidewalk and southern half of the drive aisle located to the north of the proposed building. Flows from this area will drain to the existing 5’ Type R inlet and storm system located at design point D3. This existing storm system releases into the existing double 5’x2’ box culvert under Timberwood Drive. 7 Basin D4 is calculated to have a 10-year discharge of 0.3 cfs and a 100-year discharge of 0.8 cfs. This basin contains the play area to the north of the proposed building of Lot 5. Flows from this area will be collected in a 4 inch under drain system that will drain to the existing storm system located in the north drive aisle at design point D3. This existing storm system releases into the existing double 5’x2’ box culvert under Timberwood Drive. The weighted average C value of the site is 0.75 which is below the Harmony Tech Park model assumption of 0.80; therefore, detention is not required on-site and is provided for in the regional Pond 301 located south of the site. Please refer to Appendix E for excerpts from the Harmony Tech Park design. 5. CONCLUSIONS 5.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual. 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provides for stormwater quantity and quality treatment of proposed impervious areas. Conveyance elements have been designed to pass required flows and to minimize future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. 8 6. REFERENCES 1. Interwest Consulting Group, “Final Drainage Report Harmony Commons Subdivision”, dated March 11, 2016. 2. City of Fort Collins, “Fort Collins Stormwater Criteria Manual Amendments to the Urban Drainage and Flood Control District Criteria Manual”, adopted December 2011. 3. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria Manual”, Volumes 1 and 2, dated June 2001, and Volume 3 dated November 2010. 4. JR Engineering, “Final Drainage and Erosion Control Report Harmony Technology Park Second Filing”, dated June 20, 2001. 5. Stantec Consulting, Inc., “Final Drainage and Erosion Control Study Harmony Technology Park Site Master Plan”, dated May 19, 2008. A APPENDIX A VICINITY MAP AND DRAINAGE PLAN B APPENDIX B HYDROLOGIC COMPUTATIONS Interwest Consulting Group DRAINAGE SUMMARY TABLE Design Tributary Area C (10) C (100) tc (10) tc (100) Q(10)tot Q(100)tot Sub-basin REMARKS Point (ac) (min) (min) (cfs) (cfs) A1 A1 0.28 0.95 1.00 5.0 5.0 1.3 2.8 ROOF STORM SYSTEM TO SAND FILTER A2 A2 0.15 0.46 0.58 8.7 7.3 0.3 0.8 PLAYGROUND STORM SYSTEM TO SAND FILTER B1 B1 0.84 0.76 0.95 5.0 5.0 3.1 7.9 SAND FILTER B2 B2 0.21 0.82 1.00 5.0 5.0 0.8 2.0 EX 5' TYPE R SUMP INLET D3 D3 0.08 0.69 0.87 5.0 5.0 0.3 0.7 EX 5' TYPE R SUMP INLET D4 D4 0.13 0.53 0.67 8.0 6.3 0.3 0.8 PLAYGROUND STORM SYSTEM TO EX 5' TYPE R INLET 4-9-18 FC FLOW LOT 5 FDP.xls Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Lot 5 - Harmony Commons Subdivision PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 4/10/2018 Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I Type B Soils Runoff % coefficient Impervious C Streets, parking lots (asphalt): 0.95 100 Sidewalks (concrete): 0.95 96 Roofs: 0.95 90 Gravel or Pavers: 0.50 40 Landscape Areas (Flat, heavy) : 0.20 0 Landscape Areas (Steep, heavy) : 0.35 0 SUBBASIN TOTAL TOTAL ROOF PAVED PAVERS SIDEWALK LANDSCAPE RUNOFF % DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS (ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C) A1 0.28 12,232 12,232 0 0 0 0 0.95 90 A2 0.15 6,624 0 0 0 2,331 4,293 0.46 34 B1 0.84 36,633 0 26,017 0 1,155 9,461 0.76 74 B2 0.21 8,939 0 5,583 0 1,833 1,523 0.82 82 D3 0.08 3,407 0 1,131 0 1,110 1,166 0.69 64 D4 0.13 5,633 0 0 0 2,501 3,132 0.53 43 TOTAL TREATED (A1, A2 AND B1) 1.27 55,490 12,232 26,017 0 3,486 13,754 0.76 73 SAND FILTER TOTAL 1.69 73,469 12,232 32,732 - 8,930 19,575 0.75 71 FOR ON-SITE WQ/LID CALCULATIONS Equations - Calculated C coefficients & % Impervious are area weighted C = Σ (Ci Ai) / At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 4-9-18 FC FLOW LOT 5 FDP.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 and 10 YR LOCATION: Lot 5 - Harmony Commons Subdivision PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 4/10/2018 2 and 10-yr storm Cf = 1.00 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASIN) tc DESIGN SUBBASIN(s) Area C Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10 PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min) (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14) a1 A1 0.28 0.95 60 1.0 2.2 0 0.3 0.016 1.1 0.0 2.2 60 10.3 5.0 a2 A2 0.15 0.46 43 1.0 7.8 80 0.5 0.016 1.4 0.9 8.7 123 10.7 8.7 b1 B1 0.84 0.76 12 2.0 1.8 50 0.5 0.016 1.4 0.6 2.4 62 10.3 5.0 b2 B2 0.21 0.82 12 2.0 1.4 225 0.6 0.016 1.6 2.4 3.8 237 11.3 5.0 d3 D3 0.08 0.69 12 2.0 2.1 60 0.6 0.016 1.6 0.6 2.7 72 10.4 5.0 d4 D4 0.13 0.53 44 1.0 7.0 82 0.5 0.016 1.4 1.0 8.0 126 10.7 8.0 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 4-9-18 FC FLOW LOT 5 FDP.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION: Lot 5 - Harmony Commons Subdivision PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 4/10/2018 100-yr storm Cf = 1.25 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASIN) tc DESIGN SUBBASIN(s) Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10 PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min) (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14) a1 A1 0.28 0.95 1.00 60 1.0 1.4 0 0.3 0.016 1.1 0.0 1.4 60 10.3 5.0 a2 A2 0.15 0.46 0.58 43 1.0 6.4 80 0.5 0.016 1.4 0.9 7.3 123 10.7 7.3 b1 B1 0.84 0.76 0.95 12 2.0 0.8 50 0.5 0.016 1.4 0.6 1.4 62 10.3 5.0 b2 B2 0.21 0.82 1.00 12 2.0 0.5 225 0.6 0.016 1.6 2.4 2.9 237 11.3 5.0 d3 D3 0.08 0.69 0.87 12 2.0 1.2 60 0.6 0.016 1.6 0.6 1.8 72 10.4 5.0 d4 D4 0.13 0.53 0.67 44 1.0 5.4 82 0.5 0.016 1.4 1.0 6.3 126 10.7 6.3 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 4-9-18 FC FLOW LOT 5 FDP.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: Lot 5 - Harmony Commons Subdivision PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 4/10/2018 2 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q (2) from Q (2) Q(2)tot Sub-basin Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) a1 A1 0.28 0.95 5.0 2.85 0.8 0.8 a2 A2 0.15 0.46 8.7 2.34 0.2 0.2 b1 B1 0.84 0.76 5.0 2.85 1.8 1.8 b2 B2 0.21 0.82 5.0 2.85 0.5 0.5 d3 D3 0.08 0.69 5.0 2.85 0.2 0.2 d4 D4 0.13 0.53 8.0 2.42 0.2 0.2 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 24.221 / (10+ tc) 0.7968 4-9-18 FC FLOW LOT 5 FDP.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Lot 5 - Harmony Commons Subdivision PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 4/10/2018 10 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q (10) from Q (10) Q(10)tot Sub-basin Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) a1 A1 0.28 0.95 5.0 4.87 1.3 1.3 a2 A2 0.15 0.46 8.7 4.00 0.3 0.3 b1 B1 0.84 0.76 5.0 4.87 3.1 3.1 b2 B2 0.21 0.82 5.0 4.87 0.8 0.8 d3 D3 0.08 0.69 5.0 4.87 0.3 0.3 d4 D4 0.13 0.53 8.0 4.14 0.3 0.3 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 41.44 / (10+ tc) 0.7974 4-9-18 FC FLOW LOT 5 FDP.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Lot 5 - Harmony Commons Subdivision PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 4/10/2018 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Des. Area A C Cf tc i Q (100) from Q (100) Q(100)tot Design Point Design. (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) a1 A1 0.28 1.00 5.0 9.95 2.8 2.8 a2 A2 0.15 0.58 7.3 8.71 0.8 0.8 b1 B1 0.84 0.95 5.0 9.95 7.9 7.9 b2 B2 0.21 1.00 5.0 9.95 2.0 2.0 d3 D3 0.08 0.87 5.0 9.95 0.7 0.7 d4 D4 0.13 0.67 6.3 9.12 0.8 0.8 Q = C iA Q = peak discharge (cfs) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 84.682 / (10+ tc) 0.7975 4-9-18 FC FLOW LOT 5 FDP.xls ❞ ✣ ★ ✥ ✩ ✪ ✎ ✘ ✏ ✔ ✞ ☛ ☛ ☛ ✙ ✌ ✕ ✟ ✍ ☛ ✆ ✫ ☛ ✂ ✡ ✬ ✎ ✭ ✌ ✍ ✮ ✄ ✞ ✯ ✰ ✟ ✗ ☛ ✱ ☛ ✴ ✓ ✳ ✵ ☛ ✍ ✝ ✔ ✆ ✔ ✌ ☛ ✡ ✌ ✡ ✍ ☛ ✥ ✡ ✗ ✚ ✁ ✂ ✞ ✎ ✆ ✍ ☛ ✎ ✌ ✄ ✡ ☛ ✌ ✝ ✆ ✞ ✏ ✆ ✎ ✂ ✌ ✠ ✠ ✞ ✎ ✟ ✕ ☛ ✆ ✆ ✶ ✂ ✑ ☛ ▲ ❑ ❑ ✘ ✔ ☛ ✌ ✍ ✆ ✂ ✎ ✍ ✄ ✍ ✎ ☎ ✂ ✝ ✞ ✒ ✎ ✏ ✍ ☎ ✞ ✎ ✏ ✏ ✕ ✝ ✠ ✠ ✞ ✎ ✂ ✖ ☛ ✂ ✑ ☛ ✆ ✌ ✄ ☛ ✌ ✆ ✂ ✑ ✌ ✂ ✏ ✎ ✍ ✂ ✑ ☛ ✣ ❁ ✥ ✪ ☞ ✡ ✔ ✷ ❻ ⑥ ⑥ ⑥ ⑥ ⑥ ❸ ⑨ ⑤ ❷ ⑩ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ⑨ ❸ ⑦ ⑨ ❶ ❷ ❸ ⑩ ⑥ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑦ ⑤ ⑨ ⑨ ❸ ❸ ⑤ ❶ ⑨ ❶ ⑨ ⑤ ⑨ ⑨ ⑨ ⑤ ⑦ ⑦ ⑦ ⑦ ❺ ❶ ⑧ ⑩ ⑦ ⑥ ❶ ⑧ ⑩ ⑧ ⑥ ⑥ ❸ ⑧ ❶ ❺ ❹ ❹ ❹ ⑦ ⑦ ❸ ❸ ⑦ ❸ ⑨ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑥ ⑥ ⑥ ❶ ⑤ ❹ ⑨ ⑨ ⑨ ⑦ ⑦ ❷ ⑤ ⑦ ❷ ❶ ⑥ 7DEOH5$ &LW\RI)RUW&ROOLQV5DLQIDOO,QWHQVLW\±'XUDWLRQ±)UHTXHQF\7DEOHIRU8VHZLWKWKH5DWLRQDO0HWKRG ❢ ❣ ❤ ✐ ❥ ❦ ❧ ❸ ❸ ❸ ❸ ♠ ❹ ⑥ ❸ ⑨ ♥ ♦ ❦ ♠ ♣ q r s t ✐ ❤ ✉ ♠ ❥ ❹ ❹ ❹ ❹ t ⑦ ⑦ ⑦ ⑦ ♠ ⑥ ⑥ ⑥ ❹ ✈ ⑩ ⑨ ⑥ ❶ ❦ ❥ ✇ ♥ ❦ PLQXWHVWRPLQXWHV ♠ ① ② ❤ ♣ ③ ④ r s t ✐ ❤ ✉ ♠ ⑥ ⑥ ⑥ ⑥ ❥ t ⑦ ⑦ ⑦ ⑦ ❹ ❹ ❺ ❺ ♠ ❷ ⑥ ⑧ ⑨ ✈ ❦ ❥ ✇ C APPENDIX C HYDRAULIC CALCULATIONS Interwest Consulting Group 1218 W. Ash, Suite C Windsor, CO 80550 Inlet Flow Calculation for Area Inlet Project: Harmony Commons Lot 5 Job Number : 1254-045-01 Calculations by : es Date : 1/25/2017 Objective: to find the number of grates required for area inlets in grassy areas Geometry at inlet : Square Feet Open (A): 2.66 sf Deeter Foundry Grate 3435 Reduction Factor (F): 50% Grate Flow: Use the orifice equation Qi = C*A*SQRT(2*g*H) to find the ideal inlet capacity.* *See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. QG = Qi * (1-F) DP B1 Q = 4 cfs Q100/2 (Two Inlets, split basin) H = 0.5 ft A= 2.66 ft2 Qi = C*A*SQRT(2*g*H) = 10.11 cfs QG = Qi * F = 5.06 cfs OK Grate Open Area and information: WSEL Page1 Square & Rectangular Frames & Grates 3203-3451 SQUARE AND RECTANGULAR DRAINAGE GRATES Heavy Duty 1. When ordering specify whether grate only is required or whether grate with frame is required. 2. Note asterisk where angle frames also available. SQUARE HEAVY DUTY Catalog No. A B G H Style Open Area Sq. In. * 3203 18 x 18 11/2 1 x 71/16 1 A 113 * 3209 21 3/4 x 21 3/4 11/2 1 1/2 x 19 1 B 228 * 3224 26 x 26 11/4 1 x 4 7/8 1 A 234 3224-A 271/4 X 271/4 2 1 X 5 1 A 240 * 3226 273/4 x 273/4 2 21/2 x 2 1/2 13/8 - 225 * 3227 27 x 27 2 21/2 x 5 1/8 1 B 359 * 3227-A 29 x 29 17/16 13/8 x 8 1/8 11/8 A 382 3233 30 x 30 13/4 2 3/8 x 113/4 11/2 A 390 * 3237 34 x 34 2 1/8 2 x 141/2 11/8 A 580 * 3450 281/4 x 281/4 11/4 1 x 12 1/4 11/4 A 294 RECTANGULAR HEAVY DUTY Deeter Foundry http://www.deeter.com/products/print-hs/ 1 of 2 4/11/2018, 10:54 AM Catalog No. A B G H Style Open Area Sq. In. 3167 14 1/2 x 27 13/8 3/8 x 5 1/2 1 P 95 3297 10 x 17 1/2 13/4 13/4 x 3 1/2 1 A 74 3306 10 1/4 x 24 15/8 11/2 x 3 1/8 1 A 84 3309 10 1/4 x 33 1 1/2 1 5/8 x 7 3/4 11/4 B 139 3310 11 1/2 x 24 1 1/2 1 x 6 1 C 90 3311 11 1/2 x 23 7 /8 1 1/2 x 4 3/4 5/8 C 90 3321 13 x 24 13/8 1 x 5 1 A 110 3336 14 x 24 2 1 x 5 1/2 1 A 99 3339 14 x 24 2 11/16 x 5 1/2 1 A 129 * 3345 14 1/2 x 28 2 21/4 x 4 1 C 180 3351 15 x 27 2 15/8 x 6 1 A 195 * 3354 15 1/2 x 28 5/8 2 21/2 x 8 1/16 11/8 C 242 * 3363 16 x 24 13/4 19/16 x 6 1/2 1 A 183 * 3381 18 x 24 3/4 2 x 4 1 A 168 * 3384 18 x 24 11/2 11/8 x 10 11/4 A 158 3387 18 x 30 21/2 11/2 x 13 1/4 7/8 C 278 3390 18 x 36 2 13/4 x 6 1/2 11/8 C 228 3392 191/2 x 211/2 2 11/2 x 8 1 A 192 * 3393 19 1/2 x 24 11/2 11/2 x 8 1 A 216 * 3400 20 1/2 x 36 2 21/8 x 7 7/16 1 C 379 * 3401 21 x 341/4 2 2 x 8 5/8 1 A 379 3403 22 x 37 2 2 x 8 5/8 1 C 448 * 3406 22 1/2 x 28 1/2 11/2 11/4 x 17 1 B 234 3421 23 3/4 x 35 3/4 2 1 x 33 3/4 1 D 371 * 3431 24 x 28 2 13/4 x 20 3/8 13/8 C 285 * 3433 24 x 30 11/2 1 1/2 x 4 1/4 11/4 C 255 * 3434 24 x 30 21/4 1 1/2 x 6 1 C 243 * 3435 24 x 33 2 115/16 x 14 1/8 11/4 A 383 3437 24 x 36 2 21/8 x 4 1/2 11/8 C 382 3438 24 x 36 13/4 1 x 9 7/8 1 B 336 * 3439 24 x 38 13/4 15/8 x 8 13/16 C 416 © 2018 Deeter Foundry, all rights reserved. Deeter Foundry http://www.deeter.com/products/print-hs/ 2 of 2 4/11/2018, 10:54 AM Scenario: 100-YR P-38 P-37 P-36 P35 P34 P33 P32 P11 P9 P23 P22 P20 P25 P24 P10 P2 P8 P17 P13 P18 O-1 MH-12 J1 J2 J3 K3-2 K3-1 K2 K1 E2 E1 F2 F1 D1 D2 D3 D4 C2 I B3 G1, G2, H, L B2 B1 MH8 MH9 MH10 MH11 MH8 MH1 MH7 MH3 MH6 MH2 MH4 MH5 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Conduit FlexTable: Combined Pipe/Node Report Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Slope (Calculat ed) (ft/ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Diam eter (in) Length Material (Unified) (ft) Stop Node Start Node Label P4 MH3 MH2 62.5 Concrete 41.90 3.92 7.80 7.91 -0.002 11.09 10.98 11.37 11.26 P13 MH7 MH3 60.5 Concrete 24.0 12.20 3.88 8.07 7.95 0.002 11.54 11.37 11.78 11.60 P17 MH8 MH3 213.5 Concrete 18.0 3.90 2.21 8.61 7.95 0.003 11.66 11.37 11.74 11.44 P5 MH4 MH3 90.0 Concrete 25.80 2.41 8.16 7.80 0.004 11.43 11.37 11.53 11.47 P6 MH5 MH4 69.0 Concrete 30.0 23.50 4.79 8.36 8.16 0.003 11.76 11.53 12.12 11.89 P7 MH6 MH5 145.5 Concrete 30.0 20.50 4.18 8.68 8.36 0.002 12.48 12.12 12.75 12.39 G1, G2, MH6 17.0 Concrete 30.0 20.50 4.18 8.96 8.68 0.016 12.66 12.61 12.93 12.89 P8 H, L P2 MH1 I 142.0 Concrete 50.60 4.73 7.38 7.15 0.002 9.97 9.65 10.42 10.12 P3 MH2 MH1 145.0 Concrete 50.60 7.17 7.91 7.38 0.004 10.55 10.24 10.98 10.65 P10 B2 MH2 14.7 Concrete 18.0 7.70 4.36 8.19 8.01 0.012 11.06 10.98 11.36 11.28 P1 I O-1 110.0 Concrete 57.60 5.76 7.15 6.71 0.004 9.24 8.80 9.75 9.32 P9 MH2 B3 14.6 Concrete 18.0 1.00 0.57 8.01 8.45 -0.030 10.98 10.98 10.99 10.99 P11 B2 B1 28.0 Concrete 15.0 5.70 4.64 8.25 8.50 -0.009 11.46 11.24 11.79 11.57 P16 MH7 C2 14.2 Concrete 18.0 2.60 1.47 8.17 8.40 -0.016 11.72 11.71 11.75 11.74 P18 MH8 D3 30.3 Concrete 18.0 3.90 2.21 8.61 8.47 0.005 11.75 11.71 11.83 11.78 P19 D3 D2 28.3 Concrete 18.0 2.40 1.36 8.47 8.70 -0.008 11.83 11.81 11.85 11.84 P20 D2 D1 22.0 Concrete 18.0 1.60 0.91 8.70 8.73 -0.001 11.85 11.84 11.86 11.86 Conduit FlexTable: Combined Pipe/Node Report Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Slope (Calculat ed) (ft/ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Diam eter (in) Length Material (Unified) (ft) Stop Node Start Node Label P-36 MH-12 K3-1 75.9 Concrete 15.0 2.70 2.20 9.48 10.14 -0.009 13.01 12.88 13.09 12.96 P-37 K3-1 K3-2 75.9 Concrete 15.0 1.35 1.10 10.14 10.80 -0.009 13.08 13.05 13.10 13.07 P-38 J1 MH10 20.8 Concrete 18.0 0.60 0.34 9.14 8.93 0.010 12.50 12.49 12.50 12.50 P21 D4 D3 10.0 PVC 12.0 0.80 1.02 8.82 8.47 0.035 11.81 11.81 11.83 11.83 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 2 of 2 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] FlexTable: Conduit Table Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Velocity (ft/s) Capacity (Full Flow) (cfs) Flow (cfs) Manning' s n Diam eter (in) Section Type Slope (Calcula ted) (ft/ft) Length (Unified) (ft) Invert (Stop) (ft) Invert Stop Node (Start) (ft) Start Node Label P1 I 7.15 O-1 6.71 110.0 0.004 Box 0.013 57.60 57.76 5.76 9.24 8.80 P2 MH1 7.38 I 7.15 142.0 0.002 Ellipse 0.013 50.60 41.01 4.73 9.97 9.65 P3 MH2 7.91 MH1 7.38 145.0 0.004 Ellipse 0.013 50.60 61.61 7.17 10.55 10.24 P4 MH3 7.80 MH2 7.91 62.5 -0.002 Ellipse 0.013 41.90 42.75 3.92 11.09 10.98 P5 MH4 8.16 MH3 7.80 90.0 0.004 Ellipse 0.013 25.80 64.45 2.41 11.43 11.37 P6 MH5 8.36 MH4 8.16 69.0 0.003 Circle 30.0 0.013 23.50 22.08 4.79 11.76 11.53 P7 MH6 8.68 MH5 8.36 145.5 0.002 Circle 30.0 0.013 20.50 19.23 4.18 12.48 12.12 G1, G2, 8.96 MH6 8.68 17.0 0.016 Circle 30.0 0.013 20.50 52.64 4.18 12.66 12.61 P8 H, L P9 MH2 8.01 B3 8.45 14.6 -0.030 Circle 18.0 0.013 1.00 18.21 0.57 10.98 10.98 P10 B2 8.19 MH2 8.01 14.7 0.012 Circle 18.0 0.013 7.70 11.64 4.36 11.06 10.98 P11 B2 8.25 B1 8.50 28.0 -0.009 Circle 15.0 0.013 5.70 6.10 4.64 11.46 11.24 P13 MH7 8.07 MH3 7.95 60.5 0.002 Circle 24.0 0.013 12.20 10.07 3.88 11.54 11.37 P16 MH7 8.17 C2 8.40 14.2 -0.016 Circle 18.0 0.013 2.60 13.38 1.47 11.72 11.71 P17 MH8 8.61 MH3 7.95 213.5 0.003 Circle 18.0 0.013 3.90 5.84 2.21 11.66 11.37 P18 MH8 8.61 D3 8.47 30.3 0.005 Circle 18.0 0.013 3.90 7.14 2.21 11.75 11.71 P19 D3 8.47 D2 8.70 28.3 -0.008 Circle 18.0 0.013 2.40 9.46 1.36 11.83 11.81 P20 D2 8.70 D1 8.73 22.0 -0.001 Circle 18.0 0.013 1.60 3.88 0.91 11.85 11.84 P21 D4 8.82 D3 8.47 10.0 0.035 Circle 12.0 0.010 0.80 8.66 1.02 11.81 11.81 P22 MH4 9.26 E2 9.51 28.5 -0.009 Circle 18.0 0.013 0.70 9.84 0.40 11.53 11.53 FlexTable: Conduit Table Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Velocity (ft/s) Capacity (Full Flow) (cfs) Flow (cfs) Manning' s n Diam eter (in) Section Type Slope (Calcula ted) (ft/ft) Length (Unified) (ft) Invert (Stop) (ft) Invert Stop Node (Start) (ft) Start Node Label P35 MH-12 9.48 J3 9.96 193.4 -0.002 Circle 15.0 0.013 4.00 3.22 3.26 13.62 12.88 P-36 MH-12 9.48 K3-1 10.14 75.9 -0.009 Circle 15.0 0.013 2.70 6.02 2.20 13.01 12.88 P-37 K3-1 10.14 K3-2 10.80 75.9 -0.009 Circle 15.0 0.013 1.35 6.02 1.10 13.08 13.05 P-38 J1 9.14 MH10 8.93 20.8 0.010 Circle 18.0 0.013 0.60 10.55 0.34 12.50 12.49 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 2 of 2 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] FlexTable: Catch Basin Table Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow (Additional Subsurface) (cfs) Elevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) ID Label 1 B2 12.99 13.49 8.19 0.00 11.24 11.06 11.57 11.36 2 G1, G2, H, L 10.65 14.01 8.96 0.00 12.66 12.66 12.93 12.93 11 I 13.80 13.80 7.15 7.00 9.65 9.24 10.12 9.75 141 B1 12.80 12.80 8.50 0.00 11.66 11.46 11.99 11.79 143 B3 12.85 13.35 8.45 0.00 10.98 10.98 10.99 10.99 148 C2 13.00 13.50 8.40 0.00 11.72 11.72 11.75 11.75 155 D4 14.18 14.18 8.82 0.00 11.81 11.81 11.83 11.83 156 D3 12.77 13.27 8.47 0.00 11.81 11.75 11.84 11.83 157 D2 12.80 13.30 8.70 0.00 11.84 11.83 11.86 11.85 158 D1 13.13 13.63 8.73 0.00 11.85 11.85 11.86 11.86 164 F1 12.90 12.90 9.15 0.00 12.12 12.12 12.13 12.13 165 F2 13.02 13.02 9.12 0.00 12.12 12.12 12.13 12.13 166 E1 12.89 12.89 9.64 0.00 11.54 11.54 11.55 11.55 167 E2 12.81 12.81 9.51 0.00 11.53 11.53 11.54 11.54 195 K1 13.40 13.90 9.19 0.00 12.50 12.50 12.50 12.50 196 K2 13.23 13.73 9.39 0.00 12.70 12.70 12.71 12.71 197 J2 14.10 14.60 9.26 0.00 12.70 12.70 12.71 12.71 198 K3-2 13.30 14.50 10.80 0.00 13.08 13.08 13.10 13.10 199 J3 14.50 13.80 9.96 0.00 13.62 13.62 13.79 13.79 209 K3-1 13.30 14.50 10.14 0.00 13.05 13.01 13.07 13.09 212 MH-12 13.30 14.50 9.48 0.00 12.88 12.84 12.96 12.91 213 J1 14.03 14.53 9.14 0.00 12.50 12.50 12.50 12.50 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] FlexTable: Manhole Table Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Flow (Total Out) (cfs) Elevation (Invert) (ft) Bolted Cover? Elevation (Rim) (ft) Elevation (Ground) (ft) Label MH3 13.70 13.70 False 7.80 41.90 11.09 11.37 11.47 11.37 MH1 14.38 14.38 False 7.38 50.60 9.97 10.24 10.65 10.42 MH5 13.61 13.61 False 8.36 23.50 11.76 12.12 12.13 12.12 MH4 13.41 13.41 False 8.16 25.80 11.43 11.53 11.55 11.53 MH2 13.26 13.26 False 7.91 50.60 10.55 10.98 10.99 10.98 MH7 13.22 13.22 False 8.07 12.20 11.54 11.71 11.85 11.78 MH8 13.71 13.71 False 8.61 3.90 11.66 11.71 11.78 11.74 MH6 14.68 14.68 False 8.68 20.50 12.48 12.61 12.89 12.75 MH8 14.20 14.20 False 8.72 9.60 12.02 12.14 12.28 12.17 MH9 14.20 14.20 False 8.81 9.60 12.19 12.26 12.41 12.33 MH10 14.11 14.11 False 8.93 9.60 12.35 12.49 12.50 12.49 MH11 14.21 14.21 False 9.09 8.60 12.58 12.70 12.71 12.70 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] FlexTable: Outfall Table Energy Grade Line (ft) Flow (Total Out) (cfs) Hydraulic Grade (ft) Elevation (User Defined Tailwater) (ft) Elevation (Invert) (ft) Set Rim to Ground Elevation? Elevation (Ground) (ft) Label O-1 9.22 True 6.71 8.80 8.80 57.60 8.80 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - 0-1 TO G1,G2,H,L (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - B3 TO B1 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - C2 TO D1 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - D4 TO MH3 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - E1 TO E2 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - F1 TO F2 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - J1 TO K1 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - J2 TO K2 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - MH12 TO J3 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - K3-2 TO MH12 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - MH3 TO K3 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] D APPENDIX D WATER QUALITY AND LID INFORMATION New Impervious Area 53,894 acre/sq. ft. Required Minimum Impervious Area to be Treated 40,421 acre/sq. ft. Pavement Area Treated by LID Treatment (Sand Filter) 26,017 acre/sq. ft. Other Impervious Area Treatedby LID Treatment (Sand Filter) 15,718 acre/sq. ft. Total Impervious Area Treated 41,735 acre/sq. ft. Actual % On-Site Treated by LID 77 % 75% On-Site Treatment by LID Requirement LID Table New Impervious Area 53,894 acre/sq. ft. Required Minimum Impervious Area to be Treated 40,421 acre/sq. ft. Pavement Area Treated by LID Treatment (Sand Filter) 26,017 acre/sq. ft. Other Impervious Area Treatedby LID Treatment (Sand Filter) 15,718 acre/sq. ft. Total Impervious Area Treated 41,735 acre/sq. ft. Actual % On-Site Treated by LID 77 % 75% On-Site Treatment by LID Requirement LID Table Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 73.0 % (100% if all paved and roofed areas upstream of sand filter) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.730 C) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 0.26 watershed inches WQCV= 0.9 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including sand filter area) Area = 55,490 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,204 cu ft VWQCV = WQCV / 12 * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth DWQCV = 1.0 ft B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 20.00 ft / ft 4:1 or flatter preferred). Use "0" if sand filter has vertical walls. C) Mimimum Filter Area (Flat Surface Area) AMin = 268 sq ft D) Actual Filter Area AActual = 390 sq ft E) Volume Provided VT = 1407 cu ft 3. Filter Material 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 3.3 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 1,204 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 11 / 16 in Harmony Commons, Lot 5 Harmony and Lady Moon Design Procedure Form: Sand Filter (SF) MPO Interwest Consulting Group April 12, 2018 Choose One Choose One 18" CDOT Class C Filter Material Other (Explain): YES NO 4-10-18 SF UDFCD.xlsm, SF 4/12/2018, 9:02 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6-7. Inlet / Outlet Works A) Describe the type of energy dissipation at inlet points and means of conveying flows in excess of the WQCV through the outlet Notes: Design Procedure Form: Sand Filter (SF) MPO Interwest Consulting Group April 12, 2018 Harmony Commons, Lot 5 Harmony and Lady Moon Choose One YES NO 4-10-18 SF UDFCD.xlsm, SF 4/12/2018, 9:02 AM FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event *7.3 cfs based on actual release of LOCATION: HC Lot 5 Basin A1, A2 AND B1 basin A, B1 and D4 (8.1 cfs) from PROJECT NO: 1339-178-00 "Final Drainage Report Harmony COMPUTATIONS BY: es Commons Subdivision", dated 3-11-16 DATE: 4/9/2018 by Interwest Consulting Group minus Lot 5 basin D4 (0.8 cfs) diverted north Equations: Area trib. to RG = 55490 sf Developed flow = QD = CIA C (100) = 0.95 Vol. In = Vi = T C I A = T QD Developed C A = 52716 sf Vol. Out = Vo =K QPO T Release rate, QPO = 7.3 cfs* storage = S = Vi - Vo K = 0.9 Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Duration, T Intensity, I (cfs) Vi Vo S (min) (in/hr) (ft3) (ft3) (ft3) 5 9.95 12.0 3612 1971 1641 6 9.31 11.3 4056 2365 1691 7 8.80 10.6 4473 2759 1713 8 8.38 10.1 4868 3154 1714 9 8.03 9.7 5248 3548 1700 10 7.72 9.3 5606 3942 1664 11 7.42 9.0 5927 4336 1590 12 7.16 8.7 6239 4730 1508 13 6.92 8.4 6532 5125 1407 14 6.71 8.1 6821 5519 1302 15 6.52 7.9 7101 5913 1188 16 6.30 7.6 7319 6307 1012 17 6.10 7.4 7530 6701 828 18 5.92 7.2 7737 7096 642 19 5.75 7.0 7933 7490 443 20 5.60 6.8 8132 7884 248 21 5.46 6.6 8326 8278 47 22 5.32 6.4 8498 8672 -174 23 5.20 6.3 8684 9067 -382 24 5.09 6.2 8870 9461 -591 25 4.98 6.0 9040 9855 -815 26 4.87 5.9 9194 10249 -1055 27 4.78 5.8 9371 10643 -1272 28 4.69 5.7 9535 11038 -1502 29 4.60 5.6 9686 11432 -1746 30 4.52 5.5 9846 11826 -1980 31 4.42 5.3 9949 12220 -2271 32 4.33 5.2 10061 12614 -2553 33 4.24 5.1 10160 13009 -2849 34 4.16 5.0 10270 13403 -3133 35 4.08 4.9 10369 13797 -3428 36 4.01 4.9 10482 14191 -3709 37 3.93 4.8 10558 14585 -4027 38 3.87 4.7 10678 14980 -4301 39 3.80 4.6 10761 15374 -4613 40 3.74 4.5 10863 15768 -4905 41 3.68 4.5 10956 16162 -5207 42 3.62 4.4 11040 16556 -5517 43 3.56 4.3 11115 16951 -5835 44 3.51 4.2 11214 17345 -6131 45 3.46 4.2 11306 17739 -6433 46 3.41 4.1 11390 18133 -6743 Proposed Detention Pond - Stage/Storage LOCATION: LOT 5 PROJECT NO: COMPUTATIONS BY: MPO DATE: 4/3/2018 V = 1/3 d ( A + B + sqrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Main Detention Pond at Lemay Surface Incremental Detention Total Stage Area Storage Storage Storage (ft) (ft2) (ac-ft) (ac-ft) (ac-ft) TOP SAND FILTER 11.0 440 11.5 1600 480 480 WQ OVERFLOW 12.0 2120 927 0 1407 12.5 2560 1168 1168 2575 FLOOD CONTROL 13.0 3020 1393 2562 3968 13.5 3600 1653 4215 5621 SPILL OVER WALK 13.7 3800 740 4954 6361 Sand Filter Stage Storage - POND.xls FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HC Lot 5 Basin A1, A2 AND B1 PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 4/9/2018 Equations: Area trib. to RG = 55490 sf Developed flow = QD = CIA C (100) = 0.95 Vol. In = Vi = T C I A = T QD Developed C A = 52716 sf Vol. Out = Vo =K QPO T Release rate, QPO = 5.7 cfs storage = S = Vi - Vo K = 0.9 Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Duration, T Intensity, I (cfs) Vi Vo S (min) (in/hr) (ft3) (ft3) (ft3) 5 9.95 12.0 3612 1539 2073 6 9.31 11.3 4056 1847 2209 7 8.80 10.6 4473 2155 2318 8 8.38 10.1 4868 2462 2405 9 8.03 9.7 5248 2770 2477 10 7.72 9.3 5606 3078 2528 11 7.42 9.0 5927 3386 2541 12 7.16 8.7 6239 3694 2545 13 6.92 8.4 6532 4001 2531 14 6.71 8.1 6821 4309 2512 15 6.52 7.9 7101 4617 2484 16 6.30 7.6 7319 4925 2394 17 6.10 7.4 7530 5233 2297 18 5.92 7.2 7737 5540 2197 19 5.75 7.0 7933 5848 2085 20 5.60 6.8 8132 6156 1976 21 5.46 6.6 8326 6464 1862 22 5.32 6.4 8498 6772 1727 23 5.20 6.3 8684 7079 1605 24 5.09 6.2 8870 7387 1483 25 4.98 6.0 9040 7695 1345 26 4.87 5.9 9194 8003 1191 27 4.78 5.8 9371 8311 1061 28 4.69 5.7 9535 8618 917 29 4.60 5.6 9686 8926 760 30 4.52 5.5 9846 9234 612 31 4.42 5.3 9949 9542 407 32 4.33 5.2 10061 9850 211 33 4.24 5.1 10160 10157 2 34 4.16 5.0 10270 10465 -195 35 4.08 4.9 10369 10773 -404 36 4.01 4.9 10482 11081 -599 37 3.93 4.8 10558 11389 -830 38 3.87 4.7 10678 11696 -1018 39 3.80 4.6 10761 12004 -1243 40 3.74 4.5 10863 12312 -1449 41 3.68 4.5 10956 12620 -1664 42 3.62 4.4 11040 12928 -1888 43 3.56 4.3 11115 13235 -2120 44 3.51 4.2 11214 13543 -2329 45 3.46 4.2 11306 13851 -2545 46 3.41 4.1 11390 14159 -2769 47 3.36 4.1 11467 14467 -3000 48 3.31 4.0 11536 14774 -3238 BASIN B1 100-yr Event, Outlet Sizing LOCATION: HARMONY COMMONS, LOT 5 PROJECT NO: 1339-178-00 COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 4/10/2018 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sqrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice (ft2) Eo = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qo = 5.70 cfs outlet pipe dia = D = 15.0 in Invert elev. = 4908.50 ft (inv. "D" on outlet structure) Eo = 4911.24 ft (downstream HGL for peak 100 yr flow - from FlowMaster) h = 4913.00 ft - 100 yr WSEL Co = 0.65 solve for effective area of orifice using the orifice equation Ao = 0.824 ft2 = 118.6 in2 orifice dia. = d = 12.29 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering ) d/ D = 0.82 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(πdv ) = 5.81E+05 Co = (K in figure) = 0.65 check Use d = 12.25 in A o = 0.818 ft 2 = 117.86 in 2 Qmax = 5.66 cfs B1 orifice - 100yr, 4-10-18 orifice.xls E APPENDIX E EXCERPTS FROM REFERENCE REPORTS 49 3.27 4.0 11634 15082 -3448 50 3.23 3.9 11727 15390 -3663 51 3.18 3.8 11776 15698 -3922 52 3.14 3.8 11856 16006 -4150 53 3.10 3.8 11930 16313 -4383 54 3.07 3.7 12037 16621 -4584 55 3.03 3.7 12101 16929 -4828 56 2.99 3.6 12158 17237 -5079 57 2.96 3.6 12251 17545 -5294 58 2.96 3.6 12466 17852 -5387 59 2.89 3.5 12381 18160 -5779 60 2.86 3.5 12460 18468 -6008 Storage Volume for Design Flow: 2545 ft3 4-9-18 FAA POND SF FLOW REDUCTION 1FT DEEP.xls,LOT 5 MAX STORAGE VOL 47 3.36 4.1 11467 18527 -7061 48 3.31 4.0 11536 18922 -7385 49 3.27 4.0 11634 19316 -7681 50 3.23 3.9 11727 19710 -7983 51 3.18 3.8 11776 20104 -8328 52 3.14 3.8 11856 20498 -8642 53 3.10 3.8 11930 20893 -8963 54 3.07 3.7 12037 21287 -9249 55 3.03 3.7 12101 21681 -9580 56 2.99 3.6 12158 22075 -9917 57 2.96 3.6 12251 22469 -10218 58 2.96 3.6 12466 22864 -10398 59 2.89 3.5 12381 23258 -10877 60 2.86 3.5 12460 23652 -11192 Storage Volume for Design Flow: 1714 ft3 4-9-18 FAA POND SF FLOW REDUCTION 1FT DEEP.xls,LOT 5 MAX RELEASE RATE P23 MH4 9.26 E1 9.64 27.8 -0.014 Circle 18.0 0.013 1.60 12.28 0.91 11.54 11.53 P24 MH5 8.51 F2 9.12 27.4 -0.022 Circle 18.0 0.013 1.40 15.68 0.79 12.12 12.12 P25 MH5 8.51 F1 9.15 25.8 -0.025 Circle 18.0 0.013 1.60 16.53 0.91 12.12 12.12 P26 MH7 8.07 MH8 8.72 173.5 -0.004 Circle 24.0 0.013 9.60 13.85 3.06 12.02 11.71 P27 MH8 8.72 MH9 8.81 28.0 -0.003 Circle 24.0 0.013 9.60 12.82 3.06 12.19 12.14 P28 MH9 8.81 MH10 8.93 49.9 -0.002 Circle 24.0 0.013 9.60 11.09 3.06 12.35 12.26 P29 MH10 8.93 MH11 9.09 61.6 -0.003 Circle 24.0 0.013 8.60 11.53 2.74 12.58 12.49 P30 MH11 9.09 MH-12 9.48 156.3 -0.002 Circle 24.0 0.013 6.70 11.30 2.13 12.84 12.70 P32 MH10 8.93 K1 9.19 26.0 -0.010 Circle 18.0 0.013 0.40 10.50 0.23 12.50 12.49 P33 MH11 9.09 K2 9.39 30.0 -0.010 Circle 18.0 0.013 0.90 10.50 0.51 12.70 12.70 P34 MH11 9.09 J2 9.26 18.9 -0.009 Circle 18.0 0.013 1.00 9.96 0.57 12.70 12.70 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 2 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] P24 MH5 F2 27.4 Concrete 18.0 1.40 0.79 8.51 9.12 -0.022 12.12 12.12 12.13 12.12 P25 MH5 F1 25.8 Concrete 18.0 1.60 0.91 8.51 9.15 -0.025 12.12 12.12 12.13 12.13 P22 MH4 E2 28.5 Concrete 18.0 0.70 0.40 9.26 9.51 -0.009 11.53 11.53 11.54 11.53 P23 MH4 E1 27.8 Concrete 18.0 1.60 0.91 9.26 9.64 -0.014 11.54 11.53 11.55 11.55 P26 MH7 MH8 173.5 Concrete 24.0 9.60 3.06 8.07 8.72 -0.004 12.02 11.71 12.17 11.85 P27 MH8 MH9 28.0 Concrete 24.0 9.60 3.06 8.72 8.81 -0.003 12.19 12.14 12.33 12.28 P28 MH9 MH10 49.9 Concrete 24.0 9.60 3.06 8.81 8.93 -0.002 12.35 12.26 12.49 12.41 P29 MH10 MH11 61.6 Concrete 24.0 8.60 2.74 8.93 9.09 -0.003 12.58 12.49 12.70 12.61 P30 MH11 MH-12 156.3 Concrete 24.0 6.70 2.13 9.09 9.48 -0.002 12.84 12.70 12.91 12.77 P35 MH-12 J3 193.4 Concrete 15.0 4.00 3.26 9.48 9.96 -0.002 13.62 12.88 13.79 13.05 P32 MH10 K1 26.0 Concrete 18.0 0.40 0.23 8.93 9.19 -0.010 12.50 12.49 12.50 12.50 P33 MH11 K2 30.0 Concrete 18.0 0.90 0.51 9.09 9.39 -0.010 12.70 12.70 12.71 12.70 P34 MH11 J2 18.9 Concrete 18.0 1.00 0.57 9.09 9.26 -0.009 12.70 12.70 12.71 12.71 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 2 +1-203-755-1666 4/12/2018 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] ♥ ❦ ♠ ① ② ❤ ♣ ③ ④ ④ r s t ✐ ❤ ✉ ♠ ⑨ ⑨ ⑨ ⑨ ❥ ⑦ ⑦ ⑦ ⑦ t ⑨ ❸ ⑥ ❹ ♠ ⑥ ❸ ⑨ ❷ ✈ ❦ ❥ ✇ ♥ ❦ ♠ ① ② ❤ ♣ ❸ ❸ ❸ ❸ ❸ ⑤ ❷ ⑩ ⑧ ❶ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ❹ ❹ ❹ ❹ ❺ ⑩ ⑤ ❷ ❹ ❶ ❹ ❹ ❹ ❹ ⑥ ⑦ ⑦ ⑦ ⑦ ❶ ❶ ⑧ ⑧ ⑦ ❺ ❷ ❸ ❶ ❷ ⑨ ⑨ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ❺ ❺ ❶ ⑧ ⑦ ⑧ ⑧ ❹ ❸ ⑩ ⑨ ⑨ ⑨ ⑨ ⑨ ❺ ❹ ⑥ ❸ ⑨ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ❺ ❺ ❺ ❺ ❺ ⑩ ⑤ ⑨ ⑥ ❹ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑧ ⑩ ⑩ ⑩ ⑦ ⑧ ❸ ⑩ ⑨ ⑥ ❸ ❸ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ⑦ ⑩ ❷ ❷ ⑤ ⑤ ⑨ ⑧ ⑥ ❷ ❹ ⑨ ⑨ ⑨ ⑨ ⑨ ⑤ ❷ ⑩ ⑧ ❶ ⑦ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ❶ ❶ ❶ ❶ ❶ ❶ ⑧ ❷ ⑤ ⑨ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ❷ ❷ ❷ ❷ ⑦ ❷ ❶ ⑩ ⑨ ⑥ ❸ ❸ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ❸ ❸ ⑥ ❷ ❹ ❷ ❹ ⑩ ⑤ ⑤ ⑤ ⑤ ⑤ ❺ ❹ ⑥ ❸ ⑨ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ❶ ❶ ⑧ ⑧ ⑦ ❶ ⑥ ❹ ❶ ⑧ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑤ ⑤ ⑤ ⑤ ⑦ ⑤ ⑧ ❷ ⑨ ⑥ ❸ ❸ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ⑥ ❹ ❹ ❺ ⑦ ❹ ❸ ⑧ ⑨ ⑩ ⑤ ⑤ ⑤ ⑤ ⑤ ⑤ ❷ ⑩ ⑧ ❶ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑧ ⑧ ⑧ ⑧ ⑧ ⑩ ❷ ⑤ ⑨ ❸ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ⑨ ⑨ ⑨ ⑧ ⑩ ⑤ ❸ ⑥ ❸ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑦ ❺ ❶ ❶ ❶ ⑧ ❸ ❶ ❷ ❷ ❶ ✣ ▲ ✩ ✥ ✪ ✞ ☛ ✕ ✫ ✬ ✭ ✮ ✯ ✰ ✱ ❆ ✳ ✴ ✝ ✆ ❷ ❺ ✌ ✡ ✡ ☛ ✡ ✚ ✂ ✎ ✍ ☛ ✌ ✡ ✌ ✆ ❺ ✏ ✎ ⑦ ⑧ ✠ ⑥ ✠ ✎ ✕ ✆ ✶ ❹ ⑦ ⑨ ⑥ ⑦ ⑧ ❷ ❂ ✷ ,QWHQVLW\❑ ✑ ✘ ☛ ✌ ✑ ✞ ✔ ✡ ☛ ✂ ▲ ✎ 'XUDWLRQ)❑ ✒ ❑ ✍ ✘ ✌ ✔ ☞ ☛ ✑ ✌ ✍ ✝ ✞ ✜ ☞ ✝ ☎ ✂ ✔ ✂ ✎ UHTXHQF\✎ ☞ ✏ ✂ ✦ ✝ ✎ ✎ ✞ ✍ ✂ ✄ ✜ ☎ ✎ &✆ ✠ ✂ ✠ ✝ XUYHVIRU6:✖ ✞ ☛ ✆ ✍ ✆ ✌ ☛ ✝ ✠ ✞ ☛ ✟ ✏ ✌ ✂ ☛ ✠ ✠ ✡ ☛ ✕ ✓ ☛ ✑ 00 ✞ ☛ ✂ ✞ ✆ ✟ ✌ ✍ ✍ ☛ ☛ ✌ ☞ ✂ ✝ ✍ ✞ ✎ ✒ ✓ ✝ ❝ ✡ ❼ ☛ ✡ ✽ ✝ ✞ ✽ ✷ ✌ ✝ ✞ ✖ ☞ ✠ ☛ ☎ ✂ ▼ ✏ ✪ ✝ ✠ ✘ ☛ ❏ ✆ ✗ ✗ ✸ ✔ ☛ ✂ ✎ ✒ ✍ ✌ ☞ ✑ ✆ ✏ ✎ ✍ ✂ ✑ ☛ ✩ ✘ ✚ ❂ ✘ ✚ ▲ ❑ ✘ ✚ ✩ ❂ ✘ ✚ 6WRUP3URYLVLRQV 0LQRU ☛ ✎ ✌ ✑ ✌ ✄ ✞ ✞ ☛ ✍ ☛ ✡ ✌ ✎ ✕ ✆ ✆ ✒ ✂ ✚ ✖ ☛ ✎ ✛ ✫ ✍ <✍ ☛ ✝ ✬ ✌ ✓ ✄ ✟ ✭ ✞ ☛ ✂ ✮ ✝ ✡ ✍ ✯ ✡ ✓ ✆ ✰ HDU ✍ ☛ ✚ ✂ ✱ ✌ ✎ ✆ ✆ ✝ ✂ ✴ ✞ ✎ ✍ ✍ ✳ ✌ ☛ ☛ ❄ ✏ ✒ ✌ ✡ ✆ ☛ ✄ ✝ ☎ ✆ ☎ ✟ ✆ ✆ ✟ ✌ ☛ ✔ ✚ ✑ ✡ ✆ ✌ ✄ ✡ ✂ ✞ ✡ ☛ ☛ ✌ ✡ ✍ ✄ ✡ ✌ ✝ ✞ ✚ ✡ ✝ ✞ ✂ ✄ ✂ ☛ ☛ ✎ ✌ ✂ ✞ ✌ ☛ ✒ ✍ ✌ ✔ ✞ ☛ ☛ ✞ ✂ ✌ ✝ ✝ ✆ ✟ ✞ ✎ ✡ ✔ ☛ ✟ ✞ ✆ ✌ ✠ ✟ ✂ ☎ ✆ ✏ ☛ ✎ ✌ ✡ ✏ ✄ ✟ ✆ ✎ ☛ ✂ ✝ ✠ ✆ ✠ ✆ ✠ ☞ ✝ ✎ ✂ ☎ ✝ ✠ ✝ ✞ ✕ ✌ ✟ ☛ ✞ ✑ ✆ ✆ ✎ ✗ ✞ ✶ ✍ ✏ ✝ ✡ ✌ ✞ ✟ ☛ ✒ ✝ ✍ ✠ ✝ ✌ ✂ ✂ ✎ ✍ ✝ ☛ ☛ ✆ ✟ ✂ ✍ ✎ ✌ ☛ ✆ ✌ ✄ ✂ ✟ ☛ ☎ ✝ ✞ ✍ ✌ ✝ ✖ ✞ ✄ ✌ ✎ ✝ ✞ ❡ ✍ ✡ ☛ ✡ ☛ ✒ ✝ ✍ ✞ ☎ ✠ ✟ ✔ ✂ ✎ ✂ ☛ ✡ ✞ ✍ ✍ ✓ ✚ ✌ ☛ ✆ ✝ ✞ ✞ ✂ ✎ ✝ ✌ ☛ ✍ ✒ ✄ ✞ ☛ ✟ ☛ ✆ ✆ ☛ ✚ ✔ ✕ ✆ ✂ ✎ ✂ ☛ ☛ ✍ ✄ ☞ ✚ ✍ ✎ ✎ ✌ ☞ ✂ ✂ ☛ ☛ ✟ ✌ ✞ ✂ ✍ ✟ ✌ ☛ ✑ ✒ ✌ ✌ ✌ ✆ ✞ ✎ ✝ ✞ ✞ ✞ ✆ ☛ ✌ ✂ ✠ ✖ ✆ ✍ ✠ ✚ ☛ ☛ ✡ ✟ ✍ ✟ ☎ ✌ ✎ ✍ ✝ ✍ ✆ ✞ ✝ ✂ ✞ ✌ ✗ ✒ ✒ ☛ ✷ ✄ ✕ ✑ ✝ ☛ ✌ ✞ ✔ ✎ ✩ ✆ ✍ ✘ ✚ ✣ ❂ ✥ ✫ ✡ ✡ ✟ ✷ 0DMRU ✎ ✬ ✌ ☛ ✑ ✭ ✄ ✂ ✎ ☛ ☛ ✮ ✍ ✯ ✞ ✌ ✡ ✰ ✎ ✒ ✂ ✝ ✱ ✝ ✖ ✞ ☛ ✎ ✛ <✌ ✗ ✵ ✞ ☛ ✂ ✟ ✳ ☛ ✽ ❀ ✏ ✂ ✡ ✌ ✝ ✓ ✝ ✌ ✟ ✡ ✆ ✛ ☛ ✝ ✠ ✎ ✍ ✆ ✡ ✝ ✌ HDU ✍ ✂ ☛ ✝ ✝ ✎ ✞ ✠ ✡ ☛ ☛ ✏ ✆ ✌ ✍ 6WRUP3URYLVLRQV ✂ ✌ ✗ ✒ ✂ ☛ ✑ ✝ ☛ ✡ ✞ ✷ ☛ ✌ ✆ ✝ ✑ ✞ ✔ ✒ ▲ ☛ ✆ ☛ ❑ ✝ ✂ ✟ ✂ ❑ ☛ ✆ ✆ ✎ ✔ ✘ ✄ ✍ ☛ ✔ ✆ ✍ ✞ ☛ ✂ ☛ ✝ ☛ ✂ ✌ ✆ ✠ ✝ ✄ ✌ ✍ ✍ ✡ ✂ ☛ ✆ ✝ ✆ ☛ ✂ ✎ ✂ ✔ ✆ ✄ ✎ ✞ ✝ ✗ ✒ ✍ ✌ ✖ ✄ ✞ ✔ ☛ ☛ ✂ ✡ ✝ ✡ ✕ ✞ ✍ ✌ ✟ ☛ ✌ ✞ ✠ ☛ ✝ ☎ ✞ ✡ ✞ ✡ ✌ ✟ ☛ ✂ ✒ ✑ ✎ ☛ ✆ ☛ ✞ ✂ ✎ ✆ ✆ ✄ ✂ ✔ ✍ ✍ ✄ ✝ ✆ ☎ ✞ ✂ ✟ ☛ ✎ ✆ ✂ ✄ ✍ ☛ ☛ ✡ ✕ ✌ ☞ ✗ ✞ ☛ ✠ ✡ ✍ ✌ ✆ ✞ ✄ ✚ ✞ ✎ ✌ ✝ ☞ ✛ ✞ ✎ ☛ ✒ ✍ ✞ ✌ ✆ ✟ ✂ ✍ ✑ ✎ ☛ ✌ ✍ ✄ ✂ ✞ ✎ ✞ ✆ ☛ ☛ ✔ ✠ ✠ ✆ ✆ ✝ ✚ ✄ ✂ ☛ ✡ ✝ ✄ ✍ ✞ ✌ ✌ ✝ ✄ ✂ ✞ ☛ ✌ ☎ ✒ ✆ ✆ ☎ ☛ ✂ ✕ ✖ ✖ ✆ ☛ ✌ ✂ ✔ ✌ ✌ ✞ ✆ ✞ ✚ ✂ ✌ ✝ ☞ ✠ ✌ ✔ ✎ ✠ ❡ ✞ ✠ ☛ ✡ ✎ ✡ ✆ ✆ ✚ ✆ ✂ ✎ ✍ ✎ ✝ ✓ ☛ ✏ ☛ ✞ ✠ ✍ ✆ ✝ ✆ ✏ ☎ ✚ ☛ ✍ ✆ ☛ ✂ ✎ ✍ ✂ ✍ ☛ ✑ ✌ ✌ ☞ ✄ ✂ ✍ ✎ ✌ ✆ ☞ ✚ ✕ ☛ ✌ ✍ ☛ ✞ ✂ ✠ ✡ ✔ ✠ ✣ ✣ ✣ ✣ ✣ ❏ ❇ ❅ ❃ ▲ ❑ ✥ ✥ ✥ ✥ ✥ ✫ ✫ ✫ ✫ ✫ ✬ ✬ ✬ ✬ ✬ ✭ ✭ ✭ ✭ ✭ ✮ ✮ ✮ ✮ ✮ ✯ ✯ ✯ ✯ ✯ ✰ ✰ ✰ ✰ ✰ ✱ ✱ ✱ ✱ ✱ ❄ ❄ ❄ ✵ ✵ ✳ ✳ ✳ ✳ ✳ ✵ ✴ ❀ ✵ ✴ ✝ ✝ ✝ ✝ ✝ ✆ ✆ ✆ ✆ ✆ ✡ ✡ ✡ ✡ ✡ ☛ ☛ ☛ ☛ ☛ ✠ ✠ ✠ ✠ ✠ ☛ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✂ ☛ ☛ ☛ ☛ ☛ ✡ ✡ ✡ ✡ ✡ ✝ ✝ ✝ ✝ ✝ ✞ ✞ ✞ ✞ ✞ ✝ ✝ ✝ ✝ ✝ ✂ ✂ ✂ ✂ ✂ ✆ ✆ ✆ ✆ ✆ ☛ ☛ ☛ ☛ ☛ ✞ ✞ ✞ ✞ ✞ ✂ ✂ ✂ ✂ ✂ ✝ ✝ ✝ ✝ ✝ ✍ ✍ ✍ ✍ ✍ ☛ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✂ ✔ ✔ ✔ ✔ ✔ ✗ ✗ ✗ ✗ ✗ ✣ ▲ ▲ ✥ ✫ ✬ ✭ ✮ ✯ ✰ ✱ ❆ ✳ ❀ ✝ ✆ ✌ ✄ ☛ ✞ ✡ ☛ ✡ ✂ ✎ ✍ ☛ ✌ ✡ ✌ ✆ ✏ ✎ ✠ ✠ ✎ ✕ ✆ ✶ ✷ ☞ ,QWHQVLW\✍ ✑ ✎ ☛ ✓ ✝ ✎ ✡ ✞ ☛ ☛ ✡ ✘ ✑ 'XUDWLRQ)✝ ✞ ✎ ☎ ✷ ✍ ✌ ✖ ✍ ✌ ✠ ☛ ✝ ✞ ▼ ✏ ✌ ✪ ✠ ✠ ✘ UHTXHQF\❅ ✁ ✞ ✌ ✂ ✞ ☛ ✞ ✡ ✆ ✝ ✝ ✞ ✂ ✔ ✷ ✘ &✻ ✌ ✖ ☎ XUYHVIRU5DWLRQDO0HWKRG ✠ ✍ ☛ ✌ ✂ ▼ ✝ ✎ ✪ ✞ ✘ ✘ ❇ ✦ ✗ ✍ ☛ ✧ ☎ ☛ ✞ ✟ ✔ ✂ ✌ ✖ ✠ ☛ ✆ ✏ ✎ ✍ ☎ ✆ ☛ ✕ ✝ ✂ ✑ ✂ ✑ ☛ ▼ ✌ ✂ ✝ ✎ ✞ ✌ ✠ ✽ ☛ ✂ ✑ ✎ ✡ ✎ ✏ ✍ ☎ ✞ ✎ ✏ ✏ ✌ ✞ ✌ ✠ ✔ ✆ ✝ ✆ ✌ ✍ ☛ 7DEOH5$ &LW\RI)RUW&ROOLQV5DLQIDOO,QWHQVLW\±'XUDWLRQ±)UHTXHQF\7DEOHIRU8VH:LWKWKH5DWLRQDO0HWKRG ❢ ❣ ❤ ✐ ❥ ❦ ❧ ⑤ ❷ ⑩ ⑧ ♠ ♥ ♦ ❦ ♠ ♣ q r s t ✐ ❤ ✉ ♠ ❥ ⑥ ⑥ ⑥ t ⑥ ⑦ ⑦ ⑦ ♠ ⑧ ❷ ⑤ ⑦ ⑨ ✈ ⑤ ⑩ ⑥ ❦ ❥ ✇ ♥ ❦ ♠ PLQXWHVWRPLQXWHV ① ② ❤ ♣ ③ ④ r s t ✐ ❤ ✉ ♠ ⑨ ⑨ ⑨ ❥ ⑨ t ⑦ ⑦ ⑦ ⑧ ⑤ ❸ ⑦ ♠ ❹ ⑩ ❷ ❹ ✈ ❦ ❥ ✇ ♥ ❦ ♠ ① ② ❤ ♣ ③ ④ ④ r s t ✐ ❤ ✉ ♠ ❶ ❶ ⑧ ⑧ ❥ ⑦ ⑦ ⑦ t ❶ ❸ ❸ ⑦ ⑧ ♠ ⑤ ❹ ⑧ ✈ ❦ ❥ ✇ ♥ ❦ ♠ ① ② ❤ ♣ ❹ ❹ ❹ ❹ ❶ ❺ ❹ ⑥ ❸ ⑥ ⑥ ⑥ ❹ ⑥ ⑦ ⑦ ⑦ ⑦ ⑥ ❹ ❺ ❶ ⑦ ❸ ❹ ❸ ⑤ ⑧ ❸ ❸ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ❶ ⑩ ❷ ❸ ⑦ ⑤ ❸ ⑧ ❸ ❶ ⑧ ⑩ ⑩ ⑩ ❷ ⑦ ⑦ ⑦ ⑦ ⑦ ❺ ⑩ ⑨ ❹ ❶ ❸ ⑥ ⑥ ❷ ⑥ ❹ ❹ ❹ ❹ ❹ ⑨ ⑤ ❷ ⑩ ⑧ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ❶ ⑧ ⑧ ⑩ ⑦ ⑩ ⑥ ⑩ ❹ ⑤ ❸ ❸ ❸ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑥ ❹ ❺ ❶ ⑦ ❶ ❶ ❶ ⑧ ❶ ❷ ❷ ⑤ ❷ ❷ ⑦ ⑦ ⑦ ⑩ ⑤ ❶ ⑦ ⑦ ❸ ❹ ❹ ⑥ ⑥ ❹ ⑥ ⑥ ⑥ ❶ ❺ ❹ ⑥ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ❷ ❷ ⑤ ⑤ ⑤ ❹ ❷ ❸ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑧ ⑩ ❷ ❷ ⑥ ⑨ ⑩ ❹ ⑤ ⑤ ⑤ ⑤ ⑦ ⑦ ⑦ ⑩ ⑨ ❸ ⑦ ❷ ⑤ ❷ ⑥